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HomeMy WebLinkAboutCC Lot 99 Truss Seals16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. Re: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Carter Components (Pittsboro, IN). February 25,2022 Liu, Xuegang Pages or sheets covered by this seal: I50458753 thru I50458789 My license renewal date for the state of Indiana is July 31, 2022. 21060018-F EPCON RT OPTIONS-D1 Palazzo SR,CP,SP IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =4x8 =5x6 =2x4 =5x8 =5x10 =2x4 =2x4 =6x10 =3x10 =5x8 =4x5 =3x10 =3x10 =5x10 =2x4 NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special Special Special Special Special NAILED Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special 1 35 2423 3622 37 2138 39 20 40 41 19 14 47 13 12 44 18 17 16 15 42 43 45 46 2 11 3 25 30 3152728296 7 8 932 3326 344 10 2-1-12 32-4-8 3-6-7 18-4-12 3-7-4 25-9-0 3-8-3 14-10-5 3-8-3 11-2-3 3-9-0 22-1-12 3-2-15 7-6-0 4-3-1 4-3-1 4-5-12 30-2-12 0-10-8 0-10-8 2-3-8 32-4-8 3-1-3 7-4-4 3-4-9 4-3-1 3-7-4 22-1-12 3-8-3 14-10-5 3-8-3 18-6-8 3-9-0 25-10-12 3-9-15 11-2-3 4-2-4 30-1-05-6-80-6-81-1-81-0-00-1-135-4-115-4-110-1-135-6-8Scale = 1:59.8 Plate Offsets (X, Y):[1:0-3-8,Edge], [4:0-4-0,0-1-9], [10:0-4-0,0-1-9], [15:0-4-0,Edge], [17:0-3-8,0-1-8], [18:0-4-4,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL)-0.13 17-18 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.72 Vert(CT)-0.28 17-18 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.42 Horz(CT)0.15 13 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 347 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-23,14-13:2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 20-18:2x4 SP 2400F 2.0E SLIDER Left 2x8 SP 2400F 2.0E -- 2-4-9 BRACING TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc purlins, except end verticals, and 2-0-0 oc purlins (5-2-13 max.): 4-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15,13-14. REACTIONS (lb/size)1=2784/0-3-8, 13=2692/0-3-8 Max Horiz 1=94 (LC 9) Max Uplift 1=-95 (LC 10) Max Grav 1=2784 (LC 1), 13=2732 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-3=-4229/143, 3-4=-3790/146, 4-5=-4031/128, 5-6=-4416/88, 6-7=-5386/12, 7-9=-5418/8, 9-10=-4795/0, 10-11=-4252/0, 11-12=-4651/0, 12-13=-2621/0 BOT CHORD 1-24=-74/3347, 22-24=-74/3347, 21-22=-42/3158, 20-21=-25/4028, 19-20=0/199, 18-19=0/152, 7-18=-439/86, 17-18=0/4794, 16-17=0/3500, 15-16=0/4103, 14-15=-27/10, 11-15=0/319, 13-14=-70/2 WEBS 3-24=-7/460, 3-22=-271/72, 4-22=0/513, 4-21=0/1535, 5-21=-1069/93, 5-20=0/697, 6-20=-1553/44, 18-20=0/4382, 6-18=0/1505, 9-18=-111/956, 9-17=-1275/118, 10-17=-18/2008, 10-16=0/521, 11-16=-610/34, 12-15=0/3461, 12-14=-9/466 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0 6)Provide adequate drainage to prevent water ponding. 7)All plates are 3x5 MT20 unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 1. 11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)"NAILED" indicates Girder: 3-10d (0.148" x 3") toe-nails per NDS guidelines. 14)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 201 lb down and 11 lb up at 19-7-8, 207 lb down and 11 lb up at 21-7-8, and 207 lb down and 11 lb up at 23-7-8, and 201 lb down and 13 lb up at 25-9-0 on top chord, and 392 lb down and 89 lb up at 2-10-4, and 211 lb down and 40 lb up at 6-10-4, and 227 lb down and 43 lb up at 31-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, PlateIncrease=1.15 Uniform Loads (lb/ft) Vert: 1-4=-59, 4-10=-59, 10-12=-59, 1-19=-20,15-18=-20, 13-14=-20 Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458753A9GCalifornia Girder 1 221060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:34 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Concentrated Loads (lb) Vert: 4=-110 (B), 8=-136 (B), 23=-107 (B), 22=-61 (B), 10=-136 (B), 16=-81 (B), 26=-110 (B), 27=-110 (B), 29=-110 (B), 30=-110 (B), 31=-110 (B), 32=-136 (B), 33=-136 (B), 35=-392 (B), 36=-207 (B), 37=-61 (B), 38=-61 (B), 39=-61 (B), 40=-61 (B), 41=-61 (B), 42=-81 (B), 43=-81 (B), 44=-81 (B), 45=-67 (B), 46=-67 (B), 47=-223 (B) Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458753A9GCalifornia Girder 1 221060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:34 Page: 2 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =4x8 =4x5 =2x4 =4x8 =6x12 =3x5 =4x8 =5x6 =3x5 =6x8 =5x8 =4x5 =4x5 =3x10 =3x5 =5x10 =2x4 1 17 16 15 11 10 914 13 12 2 81823193 5 62120 224 7 2-1-12 32-4-8 4-9-8 18-4-12 4-11-4 13-7-4 4-1-10 8-8-0 4-6-6 4-6-6 6-2-4 24-7-0 5-7-12 30-2-12 0-10-8 0-10-8 2-3-8 32-4-8 5-4-4 30-1-0 6-2-4 24-8-12 7-7-12 8-6-4 10-0-4 18-6-86-3-130-6-81-1-81-0-00-1-136-2-06-2-00-1-136-3-13Scale = 1:59.9 Plate Offsets (X, Y):[1:0-3-8,Edge], [4:0-4-0,0-1-9], [7:0-4-0,0-1-9], [8:0-0-12,0-1-8], [12:0-3-8,0-0-12], [14:0-2-12,0-2-8], [15:Edge,0-3-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL)-0.24 15-17 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.80 Vert(CT)-0.52 15-17 >735 180 TCDL 10.0 Rep Stress Incr YES WB 0.80 Horz(CT)0.14 10 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 158 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x8 SP 2400F 2.0E -- 2-6-15 BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, except end verticals, and 2-0-0 oc purlins (3-5-14 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12,10-11. REACTIONS (lb/size)1=1259/0-3-8, 10=1262/0-3-8 Max Horiz 1=106 (LC 13) Max Grav 1=1283 (LC 2), 10=1286 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-3=-1918/12, 3-4=-1727/12, 4-5=-1392/27, 5-6=-2078/20, 6-7=-2110/20, 7-8=-1958/0, 8-9=-2253/0, 9-10=-1277/0 BOT CHORD 1-17=0/1488, 15-17=0/210, 14-15=0/177, 6-14=-377/61, 13-14=0/1550, 12-13=0/2037, 11-12=-66/21, 8-12=0/148, 10-11=-54/16 WEBS 3-17=-134/89, 4-17=0/648, 5-17=-756/32, 14-17=0/1654, 5-14=0/366, 7-14=0/782, 7-13=0/353, 8-13=-491/80, 9-12=0/1681, 9-11=-24/246 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-4-10, Interior (1) 3-4-10 to 8-8-0, Exterior(2R) 8-8-0 to 13-2-15, Interior (1) 13-2-15 to 24-7-0, Exterior(2R) 24-7-0 to 29-1-15, Interior (1) 29-1-15 to 32-3-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458754A8ROOF SPECIAL 1 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:32 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =5x8 =4x5 =4x5 =2x4 =5x8 =6x8 =3x5 =3x5 =3x5 =5x8 =5x8 =4x5 =5x6 =4x8 =3x5 =5x10 =2x4 1 16 15 14 10 9 813 12 11 2 717 24 3 2318 521 2220194 6 2-1-12 32-4-8 4-2-4 22-7-0 5-1-10 10-8-0 5-6-6 5-6-6 7-8-12 18-4-12 7-7-12 30-2-12 0-10-8 0-10-8 2-3-8 32-4-8 4-2-4 22-8-12 7-4-4 30-1-0 8-0-4 18-6-8 9-7-12 10-6-47-7-130-6-81-1-81-0-00-1-137-6-07-6-00-1-137-7-13Scale = 1:60 Plate Offsets (X, Y):[1:0-0-15,0-2-4], [4:0-5-5,Edge], [6:0-4-0,0-1-9], [7:0-1-0,0-1-8], [11:0-2-12,Edge], [13:0-2-8,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL)-0.28 1-16 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.90 Vert(CT)-0.58 1-16 >669 180 TCDL 10.0 Rep Stress Incr YES WB 0.80 Horz(CT)0.14 9 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 162 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x8 SP 2400F 2.0E -- 3-2-2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11,9-10. REACTIONS (lb/size)1=1259/0-3-8, 9=1262/0-3-8 Max Horiz 1=128 (LC 13) Max Grav 1=1283 (LC 2), 9=1286 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-3=-1866/29, 3-4=-1630/31, 4-5=-1666/50, 5-6=-1658/46, 6-7=-1841/13, 7-8=-2291/0, 8-9=-1280/0 BOT CHORD 1-16=0/1464, 14-16=0/118, 13-14=0/121, 5-13=-458/66, 12-13=0/1414, 11-12=0/2203, 10-11=-79/30, 7-11=0/211, 9-10=-74/21 WEBS 3-16=-223/98, 4-16=0/342, 13-16=0/1209, 4-13=-1/553, 6-13=-20/530, 6-12=0/385, 7-12=-793/114, 8-11=0/1724, 8-10=-49/281 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-4-10, Interior (1) 3-4-10 to 10-8-0, Exterior(2R) 10-8-0 to 15-2-15, Interior (1) 15-2-15 to 22-7-0, Exterior(2R) 22-7-0 to 27-1-15, Interior (1) 27-1-15 to 32-3-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458755A7Roof Special 1 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:32 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =4x8 =4x5 =4x5 =2x4 =3x5 =3x8 =5x6 =3x5 =3x8 =8x10 =3x5 =3x5 =2x4 =4x5 =4x5 =6x10 1 14 13 12 21 11 10 9 8 152 7 3 61620 17 18 194 5 5-2-0 25-8-15 5-2-0 12-8-0 7-11-0 20-7-0 6-7-9 32-4-8 7-6-0 7-6-0 0-10-8 0-10-8 5-0-4 25-8-15 5-0-4 12-6-4 6-7-8 7-6-0 6-7-9 32-4-8 8-2-8 20-8-128-11-130-6-81-1-80-1-138-10-08-10-00-1-138-11-13Scale = 1:62.1 Plate Offsets (X, Y):[1:0-3-8,Edge], [4:0-3-0,0-2-3], [5:0-7-5,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL)-0.20 10-13 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.73 Vert(CT)-0.36 10-13 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.40 Horz(CT)0.08 8 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 170 lb FT = 20% LUMBER TOP CHORD 2x4 SPF 1650F 1.5E *Except* 4-5:2x6 SPFNo.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x8 SP 2400F 2.0E -- 4-4-4, Right 2x8SP 2400F 2.0E -- 4-2-4 BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins, except 2-0-0 oc purlins (5-9-4 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-13 REACTIONS (lb/size)1=1265/0-3-8, 8=1265/0-3-13 Max Horiz 1=-139 (LC 12) Max Grav 1=1440 (LC 23), 8=1445 (LC 24) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-3=-2041/5, 3-4=-1654/65, 4-5=-1326/73, 5-6=-1601/65, 6-8=-1960/10 BOT CHORD 1-14=0/1695, 13-14=0/1695, 10-13=0/1321, 9-10=0/1447, 8-9=0/1447 WEBS 3-14=0/244, 3-13=-449/66, 4-13=0/532, 5-13=-103/158, 5-10=0/503, 6-10=-267/69, 6-9=0/210 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-4-10, Interior (1) 3-4-10 to 12-8-0, Exterior(2R) 12-8-0 to 17-2-15, Interior (1) 17-2-15 to 20-7-0, Exterior(2R) 20-7-0 to 25-1-15, Interior (1) 25-1-15 to 32-4-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458756A6Hip1121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:31 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x5 =3x10 =4x8 =2x4 =3x5 =2x4 1 5 8 9 4 2 6 7 3 2-9-8 2-9-8 4-8-8 7-6-0 0-10-8 0-10-8 2-0-12 2-11-4 4-6-12 7-6-00-6-82-4-132-4-13Scale = 1:26.5 Plate Offsets (X, Y):[1:Edge,0-0-14], [1:0-1-1,0-9-9], [2:0-5-12,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL)-0.01 4-5 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.19 Vert(CT)-0.03 4-5 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.13 Horz(CT)0.00 4 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-P BCDL 10.0 Weight: 32 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x10 SP 2400F 2.0E BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=282/0-3-8, 4=280/ Mechanical Max Horiz 1=59 (LC 9) Max Uplift 1=-37 (LC 12), 4=-77 (LC 9) Max Grav 1=347 (LC 33), 4=412 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-392/65, 2-3=-21/16, 3-4=-240/58 BOT CHORD 1-5=-72/291, 4-5=-69/297 WEBS 2-5=0/185, 2-4=-327/63 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.15Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (LumDOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B;Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottomchord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 4 and 37 lb uplift at joint 1. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb down and 79 lb up at 2-9-8, and 44 lb down and 33 lb up at 4-10-4, and 40 lb down and 33 lb up at 6-10-4 on top chord, and 9 lb down and 12 lb up at 2-9-8, and 7 lb down and 12 lb up at 4-10-4, and 8 lb down and 12 lb up at 6-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-59, 2-3=-59, 1-4=-20 Concentrated Loads (lb) Vert: 2=-2 (F), 5=2 (F), 8=2 (F), 9=2 (F) Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458757GR01Half Hip Girder 1 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:44 Page: 1 ID:TJ6nGdfI87U4LMKO0aOoGcz6Qfm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 5.6612 =3x5 =3x6 =2x4 =3x5 =6x8 1 5 4 2 3 1-4-9 1-4-9 2-5-5 3-9-14 0-2-8 1-4-9 1-2-2 1-2-2 2-5-5 3-9-142-4-20-6-82-4-2Scale = 1:33.4 Plate Offsets (X, Y):[1:Edge,0-1-1], [1:0-1-2,0-5-5], [3:0-1-3,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL)0.00 4-5 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.04 Vert(CT)0.00 4-5 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT)0.00 3 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-P BCDL 10.0 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)3=46/ Mechanical, 4=18/ Mechanical, 5=235/0-4-15 Max Horiz 5=58 (LC 16) Max Uplift 3=-40 (LC 16) Max Grav 3=70 (LC 22), 4=38 (LC 7), 5=318 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-98/102, 2-3=-26/74 BOT CHORD 1-5=-42/92, 4-5=0/0 WEBS 3-5=-64/31, 2-5=-229/141 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 3. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458758J01Jack-Open 1 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:44 Page: 1 ID:U7h3z3GI7ovrzCjCVnpmqMz6Qez-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x5 =2x4 =2x4 =2x4 =4x6 =2x4 =3x6 1 11 8 7 65 9 2 10 43 2-3-83-4-0 0-3-4 7-6-0 1-0-4 1-0-4 2-5-4 7-2-12 3-9-4 4-9-8 0-1-12 1-0-4 0-3-4 7-6-0 0-10-8 0-10-8 2-7-0 7-2-12 3-7-8 4-7-123-8-130-6-80-8-23-0-00-1-133-8-13Scale = 1:41.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL)-0.10 7-8 >736 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.54 Vert(CT)-0.20 7-8 >365 180 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT)0.23 4 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 26 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)4=115/ Mechanical, 6=127/ Mechanical, 8=330/0-3-8 Max Horiz 8=74 (LC 14) Max Uplift 4=-21 (LC 11) Max Grav 4=118 (LC 2), 6=129 (LC 2), 8=337 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-148/72, 2-3=-76/36, 3-4=-3/2 BOT CHORD 1-8=-59/122, 7-8=-5/4, 6-7=0/0, 5-6=0/0 WEBS 3-7=-107/89, 2-8=-215/132, 4-6=0/0 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 4-9-8, Exterior(2E) 4-9-8 to 7-2-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottomchord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 21 lb uplift at joint 4. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458759J72Jack-Closed 1 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:45 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x5 =2x4 =2x4 =2x4 =5x6 =2x4 =2x4 =5x6 =2x4 =2x4 =2x4 =3x5 Special NAILED NAILED NAILED Special Special NAILED NAILED NAILED Special 15 16 1 12 11 10 9 8 7 2 6 4 14133 5 1-6-0 1-6-0 3-10-43-10-4 1-0-4 1-0-4 1-0-4 13-11-0 1-11-4 12-10-12 1-11-4 2-11-8 4-0-0 6-11-8 4-0-0 10-11-8 0-1-12 1-0-4 0-1-12 13-0-8 0-10-8 0-10-8 0-10-8 13-11-0 1-9-8 12-10-12 1-9-8 2-9-12 4-1-12 6-11-8 4-1-12 11-1-42-6-30-6-80-8-20-8-21-9-61-9-60-1-132-4-62-4-60-1-132-6-3Scale = 1:46.7 Plate Offsets (X, Y):[3:0-3-0,0-2-3], [5:0-3-0,0-2-3] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL)-0.35 10 >409 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.94 Vert(TL)-0.61 10 >235 180 TCDL 10.0 Rep Stress Incr NO WB 0.04 Horiz(TL)0.01 8 n/a n/a BCLL 0.0*Code OHIORC13/TPI2007 Matrix-S BCDL 10.0 Weight: 41 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc purlins, except 2-0-0 oc purlins (5-2-3 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. REACTIONS (lb/size)8=543/0-3-8, 12=543/0-3-8 Max Horiz 12=-34 (LC 10) Max Uplift 8=-27 (LC 9), 12=-42 (LC 12) Max Grav 8=649 (LC 23), 12=649 (LC 23) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-735/51, 2-3=-843/67, 3-4=-665/59, 4-5=-665/59, 5-6=-843/67, 6-7=-735/51 BOT CHORD 1-12=-39/674, 11-12=-39/674, 10-11=-41/664, 9-10=-41/664, 8-9=-39/674, 7-8=-39/674 WEBS 3-11=0/159, 4-10=-249/74, 5-9=0/159, 2-12=-300/37, 6-8=-300/33 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=25.0 psf (ground snow); Pf=19.3 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10, Lu=50-0-0 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 12 and 27 lb uplift at joint 8. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)"NAILED" indicates Girder: 3-10d (0.148" x 3") toe-nails per NDS guidelines. 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 40 lb up at 2-11-8, and 56 lb down and 40 lb up at 10-11-8 on top chord, and 10 lb down and 4 lb up at 2-11-8, and 10 lb down and 4 lb up at 10-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-59, 3-5=-59, 5-7=-59, 1-7=-20 Concentrated Loads (lb) Vert: 3=-2 (B), 5=-2 (B), 11=2 (B), 10=2 (B), 9=2 (B), 15=2 (B), 16=2 (B) Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458760D3GHip Girder 1 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:41 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x8 =2x4 =2x4 =2x4 =4x8 =4x8 =2x4 =2x4 =2x4 =3x8 10 9 8 7 1 6 2 5 1817 43 3-6-0 3-6-04-0-0 1-0-4 1-0-4 1-0-4 13-11-0 4-0-0 8-11-8 3-11-4 12-10-12 3-11-4 4-11-8 0-1-12 13-0-8 0-1-12 1-0-4 0-10-8 0-10-8 0-10-8 13-11-0 3-9-8 4-9-12 3-9-8 12-10-12 4-3-8 9-1-43-10-30-6-80-8-20-8-23-1-60-1-133-8-63-8-60-1-133-10-3Scale = 1:44.8 Plate Offsets (X, Y):[1:0-3-8,Edge], [3:0-4-0,0-1-9], [4:0-4-0,0-1-9], [6:0-3-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL)-0.05 8-9 >999 240 MT20 197/144 Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.44 Vert(CT)-0.09 8-9 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT)0.01 7 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 44 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 Right: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)7=513/0-3-8, 10=513/0-3-8 Max Horiz 10=-59 (LC 12) Max Grav 7=557 (LC 2), 10=557 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-318/2, 2-3=-506/41, 3-4=-350/62, 4-5=-506/50, 5-6=-318/2 BOT CHORD 1-10=-1/351, 9-10=0/351, 8-9=0/350, 7-8=0/351, 6-7=-1/351 WEBS 3-9=0/126, 4-8=0/126, 2-10=-368/147, 5-7=-368/146 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 4-11-8, Exterior(2E) 4-11-8 to 8-11-8, Exterior(2R) 8-11-8to 13-3-15, Interior (1) 13-3-15 to 13-11-0 zone;cantilever left and right exposed ; end vertical left andright exposed;C-C for members and forces & MWFRSfor reactions shown; Lumber DOL=1.60 plate gripDOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458761D2Hip1121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:40 Page: 1 ID:gM5YwpZLoWoS_Y3Bsd8uHTyCMoH-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x8 =2x4 =2x4 =2x4 =4x5 =2x4 =2x4 =3x8 8 7 6 1 5 2 4 15 16 3 5-7-12 5-7-12 1-0-4 1-0-4 1-0-4 13-11-0 5-11-4 6-11-8 5-11-4 12-10-12 0-1-12 13-0-8 0-1-12 1-0-4 0-10-8 0-10-8 0-10-8 13-11-0 5-11-4 6-11-8 5-11-4 12-10-120-6-80-8-20-8-25-2-3Scale = 1:51.1 Plate Offsets (X, Y):[1:0-3-8,Edge], [5:0-3-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL)0.03 7-8 >999 240 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.30 Vert(CT)-0.05 7-8 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(CT)0.01 6 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 43 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 Right: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)6=493/0-3-8, 8=493/0-3-8 Max Horiz 8=-85 (LC 10) Max Uplift 6=-3 (LC 15), 8=-3 (LC 14) Max Grav 6=557 (LC 2), 8=557 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-258/6, 2-3=-478/60, 3-4=-478/60, 4-5=-258/6 BOT CHORD 1-8=0/305, 7-8=0/305, 6-7=0/305, 5-6=0/305 WEBS 3-7=0/218, 2-8=-536/273, 4-6=-536/273 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust)Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 6-11-8, Exterior(2R) 6-11-8 to 9-11-8, Interior (1) 9-11-8 to 13-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 8 and 3 lb uplift at joint 6. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458762D1Common2121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:39 Page: 1 ID:gM5YwpZLoWoS_Y3Bsd8uHTyCMoH-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =4x8 =6x10 =2x4 =3x5 =4x8 =8x10 =5x6 =6x8 =3x5 HGUS26-2 HUS26 HUS26 HUS26 8 14 7 6 15 1 5 2 4 3 1-11-2 13-0-8 2-9-12 2-9-12 4-1-12 6-11-8 4-1-14 11-1-6 0-2-12 13-0-8 0-10-8 0-10-8 3-9-6 8-10-3 3-11-9 12-9-12 4-2-5 5-0-130-6-81-1-85-2-3Scale = 1:44.2 Plate Offsets (X, Y):[1:0-8-0,0-0-2], [1:0-0-5,0-9-1], [6:0-4-4,0-4-8], [7:0-3-12,0-4-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL)-0.04 7-8 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.46 Vert(CT)-0.09 7-8 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.46 Horz(CT)0.01 6 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 144 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 6-5:2x6 SPF No.2 WEDGE Left: 2x8 SP 2400F 2.0E BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=2344/0-3-8, 6=5072/0-3-8 Max Horiz 1=95 (LC 9) Max Grav 1=2453 (LC 2), 6=5223 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3131/0, 2-3=-3157/0, 3-4=-4652/0, 4-5=-686/0, 5-6=-466/0 BOT CHORD 1-8=0/2343, 7-8=0/2436, 6-7=0/2987 WEBS 2-8=0/465, 3-8=0/476, 3-7=0/3783, 4-7=0/1177, 4-6=-3893/0 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL: ASCE 7-16; Pr=25.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Use Simpson Strong-Tie HGUS26-2 (20-10d Girder, 6-10d Truss) or equivalent at 7-6-12 from the left end to connect truss(es) to front face of bottom chord. 11)Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 2-1-0 oc max. starting at 8-8-12 from the left end to 12-9-12 to connect truss(es) to front face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, PlateIncrease=1.15 Uniform Loads (lb/ft) Vert: 1-3=-59, 3-5=-59, 6-9=-20 Concentrated Loads (lb) Vert: 7=-1242 (F), 6=-1254 (F), 14=-2672 (F), 15=-1242 (F) Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458763D1GRCommon Girder 1 221060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:40 Page: 1 ID:gM5YwpZLoWoS_Y3Bsd8uHTyCMoH-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x5 =2x4 =2x4 1 5 4 2 3 1-0-4 1-0-4 1-11-4 2-11-8 0-1-12 1-0-4 0-10-8 0-10-8 1-11-4 2-11-82-6-30-6-82-6-3Scale = 1:35.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL)0.00 4-5 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.05 Vert(CT)0.00 4-5 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(CT)0.00 3 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-P BCDL 10.0 Weight: 8 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)3=41/ Mechanical, 4=10/ Mechanical, 5=176/0-3-8 Max Horiz 5=49 (LC 14) Max Uplift 3=-23 (LC 14) Max Grav 3=45 (LC 23), 4=27 (LC 5), 5=179(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-101/56, 2-3=-39/23 BOT CHORD 1-5=-45/94, 4-5=0/0 WEBS 2-5=-126/90 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust)Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft;B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psfon the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)Refer to girder(s) for truss to truss connections. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 3. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458764J21Jack-Open 5 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:44 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 5.6612 =3x5 =2x4 =2x4 5 4 1 2 3 1-4-9 1-4-9 2-8-2 4-0-11 0-2-7 1-4-9 1-2-2 1-2-2 2-8-2 4-0-112-5-70-6-82-5-7Scale = 1:31.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL)0.00 4-5 >999 240 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.06 Vert(CT)0.00 4-5 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT)-0.01 3 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-MP BCDL 10.0 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)3=50/ Mechanical, 4=17/ Mechanical, 5=216/0-4-15 Max Horiz 5=54 (LC 16) Max Uplift 3=-33 (LC 16) Max Grav 3=75 (LC 22), 4=39 (LC 7), 5=293(LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-104/46, 2-3=-52/24 BOT CHORD 1-5=-38/94, 4-5=0/0 WEBS 2-5=-222/145 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust)Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat.II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (LumDOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psfon the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 3. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458765CR2Jack-Open 2 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:39 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x5 =2x4 =2x4 =2x4 =3x5 =5x6 =3x5 =3x5 1 9 8 2 7 65 3 4 1-8-8 3-11-0 1-0-4 1-0-4 2-0-0 3-0-4 4-5-12 7-6-0 0-1-12 1-0-4 0-3-4 7-6-0 0-10-8 0-10-8 2-1-12 3-2-0 4-0-12 7-2-125-6-80-6-80-8-21-0-21-0-05-6-8Scale = 1:54 Plate Offsets (X, Y):[4:0-2-8,0-1-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL)0.08 6-7 >920 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.32 Vert(CT)-0.13 6-7 >592 180 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT)0.06 6 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 26 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. REACTIONS (lb/size)4=142/ Mechanical, 6=101/ Mechanical, 9=330/0-3-8 Max Horiz 9=126 (LC 11) Max Uplift 4=-40 (LC 11) Max Grav 4=150 (LC 23), 6=131 (LC 5), 9=337 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-125/26, 2-3=-202/27, 3-4=-109/75, 4-6=0/0 BOT CHORD 1-9=-3/122, 8-9=-134/163, 7-8=-29/39, 3-7=-19/70, 6-7=-63/86, 5-6=0/0 WEBS 2-9=-232/81 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-4, Interior (1) 3-0-4 to 7-2-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)Refer to girder(s) for truss to truss connections. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 4. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458766J74VJack-Open 4 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:45 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x5 =2x4 =2x4 =2x4 =3x5 =5x6 =8x10 =2x4 1 10 9 2 8 76 3 54 1-8-8 3-11-0 0-3-4 7-6-0 0-3-4 7-2-12 1-0-4 1-0-4 2-0-0 3-0-4 3-11-4 6-11-8 0-1-12 1-0-4 0-3-4 7-6-0 0-10-8 0-10-8 2-1-12 3-2-0 4-0-12 7-2-120-6-83-9-130-8-21-0-20-5-81-0-03-5-104-5-101-0-05-2-3Scale = 1:52.1 Plate Offsets (X, Y):[4:0-7-5,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL)0.11 7-8 >694 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.37 Vert(CT)-0.17 7-8 >428 180 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT)0.11 5 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 26 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 8-9. REACTIONS (lb/size)5=156/ Mechanical, 7=87/ Mechanical, 10=330/0-3-8 Max Horiz 10=106 (LC 14) Max Uplift 5=-44 (LC 14) Max Grav 5=159 (LC 2), 7=117 (LC 5), 10=337 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-99/0, 2-3=-200/0, 3-4=-70/70, 4-5=-88/59 BOT CHORD 1-10=0/101, 9-10=-98/129, 8-9=-12/26, 3-8=-5/86, 7-8=0/0, 6-7=0/0 WEBS 2-10=-235/100, 5-7=0/0 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-4, Interior (1) 3-0-4 to 6-11-8, Exterior(2E) 6-11-8 to7-2-12 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 5. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458767J75VRoof Special 2 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:46 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x5 =2x4 =2x4 =5x8 =2x4 1 7 65 2 43 5-11-0 0-3-4 7-6-0 0-3-4 7-2-12 1-0-4 1-0-4 5-11-4 6-11-8 0-1-12 1-0-4 0-3-4 7-6-0 0-10-8 0-10-8 6-2-8 7-2-120-6-84-9-130-8-20-6-85-2-3Scale = 1:47.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL)0.07 6-7 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.37 Vert(CT)-0.15 6-7 >492 180 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(CT)n/a -n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 25 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)6=243/ Mechanical, 7=330/0-3-8 Max Horiz 7=106 (LC 14) Max Uplift 6=-31 (LC 14) Max Grav 6=247 (LC 2), 7=337 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-292/179, 2-3=-114/68, 3-4=-92/67 BOT CHORD 1-7=-104/183, 6-7=0/0, 5-6=0/0 WEBS 2-7=-376/313, 4-6=-167/118 NOTES 1)Unbalanced roof live loads have been considered forthis design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 6-11-8, Exterior(2E) 6-11-8 to 7-2-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psfon the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 6. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458768J75Common1121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:46 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x5 =2x4 =2x4 =2x4 =4x5 =2x4 =2x4 =3x5 8 7 6 1 5 42 15 16 3 4-2-12 4-2-12 1-0-4 1-0-4 1-0-4 11-1-0 4-6-4 5-6-8 4-6-4 10-0-12 0-1-12 10-2-8 0-1-12 1-0-4 0-10-8 0-10-8 0-10-8 11-1-0 4-6-4 5-6-8 4-6-4 10-0-120-6-80-8-20-8-24-2-13Scale = 1:46.9 Loading (psf)Spacing 1-11-4 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL)-0.01 6-7 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.20 Vert(CT)-0.02 6-7 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(CT)0.00 6 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-MP BCDL 10.0 Weight: 34 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)6=421/0-3-0, 8=421/0-3-0 Max Horiz 8=66 (LC 11) Max Uplift 6=-2 (LC 15), 8=-2 (LC 14) Max Grav 6=429 (LC 2), 8=429 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-175/32, 2-3=-323/52, 3-4=-323/52, 4-5=-175/32 BOT CHORD 1-8=-13/196, 7-8=0/196, 6-7=0/196, 5-6=-13/196 WEBS 3-7=0/146, 2-8=-345/186, 4-6=-345/186 NOTES 1)Unbalanced roof live loads have been considered forthis design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 5-6-8, Exterior(2R) 5-6-8 to 8-6-8, Interior (1) 8-6-8 to 11-1-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5)Gable studs spaced at 0-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psfon the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 8 and 2 lb uplift at joint 6. 9)This truss is designed in accordance with the 2018International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458769E1Common2121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:41 Page: 1 ID:gM5YwpZLoWoS_Y3Bsd8uHTyCMoH-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x5 =2x4 =2x4 5 4 1 2 3 1-0-4 1-0-4 1-9-4 2-9-8 0-1-12 1-0-4 0-10-8 0-10-8 1-9-4 2-9-82-4-130-6-82-4-13Scale = 1:35 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL)0.00 4-5 >999 240 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.04 Vert(CT)0.00 4-5 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(CT)-0.01 3 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-MP BCDL 10.0 Weight: 8 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)3=31/ Mechanical, 4=8/ Mechanical, 5=154/0-3-8 Max Horiz 5=52 (LC 14) Max Uplift 3=-32 (LC 14), 4=-5 (LC 14) Max Grav 3=42 (LC 25), 4=23 (LC 5), 5=174(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-85/45, 2-3=-42/22 BOT CHORD 1-5=-39/80, 4-5=0/0 WEBS 2-5=-119/78 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust)Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat.II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (LumDOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)Refer to girder(s) for truss to truss connections. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 3 and 5 lb uplift at joint 4. 7)This truss is designed in accordance with the 2018International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458770JAJack-Open 3 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:46 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x5 =2x4 =2x4 =2x4 =4x5 1 7 6 5 2 8 9 43 5-4-0 1-0-4 1-0-4 0-8-8 7-6-0 5-9-4 6-9-8 0-1-12 1-0-4 0-10-8 0-10-8 0-10-4 7-6-0 5-7-8 6-7-125-0-130-6-80-8-20-1-135-0-13Scale = 1:44.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL)0.10 6-7 >741 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.46 Vert(CT)-0.21 6-7 >373 180 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(CT)0.17 4 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-P BCDL 10.0 Weight: 25 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)4=19/ Mechanical, 5=227/ Mechanical, 7=338/0-3-8 Max Horiz 7=104 (LC 14) Max Uplift 4=-6 (LC 10), 5=-28 (LC 14) Max Grav 4=19 (LC 2), 5=231 (LC 2), 7=345 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-221/112, 2-3=-100/79, 3-4=-1/1 BOT CHORD 1-7=-83/162, 6-7=-6/4, 5-6=0/0 WEBS 2-7=-285/193, 3-6=-184/119 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 6-9-8, Exterior(2E) 6-9-8 to 7-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottomchord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 6 lb uplift at joint 4 and 28 lb uplift at joint 5. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458771J73Jack-Closed 1 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:45 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =4x8 =4x5 =4x5 =2x4 =3x5 =4x6 =2x4 =5x8 =2x4 =5x6 =2x4 =5x6 =2x4 =3x8 =6x8 =3x5 =4x6 =3x5 =5x6 =2x4 1 17 14 13 12 221615 11 2 3 1049 5 19 18 86 20 21 7 8-0-0 0-5-7 12-0-3 4-0-11 25-7-2 4-7-5 16-7-8 4-10-15 21-6-7 5-3-14 11-6-12 6-2-14 6-2-14 6-6-6 32-1-8 0-1-12 30-10-0 0-2-8 23-6-12 0-10-8 0-10-8 1-3-8 32-1-8 3-7-12 23-4-4 5-4-6 6-2-14 5-5-10 11-8-8 7-1-8 30-8-4 8-0-0 19-8-80-6-81-3-87-4-1211-7-8Scale = 1:78.2 Plate Offsets (X, Y):[1:0-3-8,Edge], [4:0-3-0,Edge], [11:Edge,0-1-12], [16:0-2-12,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL)-0.22 15-16 >999 480 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.94 Vert(CT)-0.40 15-16 >700 180 TCDL 10.0 Rep Stress Incr NO WB 0.38 Horz(CT)0.08 12 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S Wind(LL)0.06 16-17 >999 240 BCDL 10.0 Weight: 174 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 *Except* 4-7:2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 16-15:2x6 SPF No.2 WEBS 2x4 SPF No.2 *Except* 6-8:2x4 SPF 1650F 1.5E SLIDER Left 2x8 SP 2400F 2.0E -- 3-7-3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 10-13 JOINTS 1 Brace at Jt(s): 19 REACTIONS (lb/size)1=1386/0-3-8, 12=989/ Mechanical, 13=562/0-3-8, 14=-255/0-3-8 Max Horiz 1=195 (LC 13) Max Uplift 14=-629 (LC 30) Max Grav 1=1694 (LC 24), 12=1230 (LC 24), 13=724 (LC 24), 14=206 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-3=-2527/0, 3-5=-2156/0, 5-6=-1666/0, 6-7=-522/7, 7-8=-565/1, 8-10=-2353/0, 10-11=-1066/0, 11-12=-1293/0 BOT CHORD 1-17=0/2125, 14-17=0/2126, 13-14=0/1887, 12-13=-49/123 WEBS 3-17=0/232, 3-16=-378/64, 5-16=0/635, 15-18=0/392, 10-14=-109/225, 6-19=-1394/41, 18-19=-1381/45, 8-18=-1375/46, 7-19=0/289, 10-13=-1531/0, 8-14=-5/634, 11-13=0/959 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-4-5, Interior (1) 3-4-5 to 16-7-8, Exterior(2R) 16-7-8 to 19-10-1, Interior (1) 19-10-1 to 31-11-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6)Ceiling dead load (5.0 psf) on member(s). 5-6, 6-19, 18-19, 8-18 7)Bottom chord live load (25.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 629 lb uplift at joint 14. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)Attic room checked for L/360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458772B2ATTIC1121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:35 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x5 =5x10 =2x4 =3x5 =3x5 =3x6 =3x5 =4x5 =3x8 =3x5 =5x8 =3x5 =3x5 =3x5 =3x6 =2x4 1 15 18 14 13 12 19 20 11 10 9 8 2 7 3 64 1716 5 4-6-3 32-1-8 5-7-11 5-7-11 5-5-14 11-1-10 5-5-14 27-7-5 5-5-14 22-1-6 5-5-14 16-7-8 0-1-12 30-10-0 0-10-8 0-10-8 1-3-8 32-1-8 6-11-4 16-7-8 6-11-4 23-6-12 7-1-8 30-8-4 8-9-12 9-8-40-6-81-3-811-7-8Scale = 1:78.2 Plate Offsets (X, Y):[1:Edge,0-0-6], [1:0-1-5,0-8-9], [6:0-4-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL)-0.23 1-15 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.83 Vert(CT)-0.49 1-15 >577 180 TCDL 10.0 Rep Stress Incr YES WB 0.37 Horz(CT)0.02 11 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 156 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x10 SP 2400F 2.0E BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-13, 6-11 REACTIONS (lb/size)1=857/0-3-8, 9=-23/ Mechanical, 10=202/0-3-8, 11=1463/0-3-8 Max Horiz 1=196 (LC 13) Max Uplift 9=-154 (LC 31), 11=-8 (LC 14) Max Grav 1=979 (LC 23), 9=26 (LC 30), 10=297 (LC 32), 11=1700 (LC 23) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1280/35, 2-4=-1082/52, 4-5=-537/117, 5-7=-532/390, 7-8=-59/137, 8-9=-79/62 BOT CHORD 1-15=-3/1129, 13-15=0/822, 11-13=-94/98, 10-11=-148/52, 9-10=-26/32 WEBS 2-15=-273/101, 4-15=0/565, 4-13=-684/75, 5-13=-43/251, 6-13=0/724, 6-11=-1279/60, 7-11=-264/89, 7-10=-86/133, 8-10=-104/68 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-4-5, Interior (1) 3-4-5 to 16-7-8, Exterior(2R) 16-7-8 to 19-10-1, Interior (1) 19-10-1 to 31-11-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)All plates are 3x5 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 11 and 154 lb uplift at joint 9. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458773B1Common2121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:35 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =4x5 =6x12 =5x6 =3x10 =3x5 =3x10 =5x10 =5x6 =3x5 =3x5 =4x5 =4x5 =4x8 1 23 22 21 20 1918 17 16 1514 13 31 32 1226 2 113 27 4 10 24 95 25 28 6 7 29 30 8 6-9-6 13-11-8 6-9-6 20-8-14 7-2-2 7-2-2 7-2-2 27-11-0 0-10-8 0-10-8 0-10-8 27-11-0 8-6-12 27-0-8 8-6-12 9-5-4 9-0-7 18-5-120-6-89-10-3Scale = 1:66.7 Plate Offsets (X, Y):[1:Edge,0-1-2], [1:0-2-5,Edge], [4:0-3-0,0-3-0], [12:0-3-8,Edge], [16:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL)-0.24 12-13 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.86 Vert(CT)-0.45 12-13 >740 180 TCDL 10.0 Rep Stress Incr YES WB 0.24 Horz(CT)0.05 12 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 175 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 16-8,17-25,26-7,15-28:2x4 SPF No.2 WEDGE Left: 2x12 SP 2400F 2.0E SLIDER Right 2x8 SP 2400F 2.0E -- 4-1-13 BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 24, 25 REACTIONS (lb/size)1=1084/0-3-8, 12=1084/0-3-8 Max Horiz 1=-150 (LC 12) Max Grav 1=1207 (LC 23), 12=1226 (LC 24) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1715/0, 2-3=-1605/0, 3-5=-1570/49, 5-6=-1512/64, 6-7=-1399/74, 7-8=-1433/132, 8-9=-1518/105, 9-12=-1650/41 BOT CHORD 1-23=0/1396, 22-23=0/1396, 21-22=0/1396, 20-21=0/1399, 19-20=0/1399, 18-19=0/940, 17-18=0/940, 15-17=0/942, 14-15=0/942, 13-14=0/942, 12-13=0/1293 WEBS 8-28=-22/681, 24-28=-44/643, 13-24=-19/740, 9-13=-353/136, 19-26=-54/647, 25-26=-69/634, 8-25=-64/685, 5-27=-427/63, 19-27=-430/60, 14-24=-123/0, 8-16=0/128, 17-25=0/56, 7-26=-184/72, 18-26=-184/55, 6-27=-9/162, 20-27=-5/166, 4-21=0/83, 3-22=-51/31, 2-23=0/102, 15-28=0/64 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 13-9-12, Exterior(2R) 13-9-12 to 16-9-12, Interior (1) 16-9-12 to 27-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458774F2Common1121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:42 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x5 =5x10 =6x8 =3x8 =3x10 =3x10 =3x5 =4x5 =3x5 =2x4 =2x4 =5x8 =4x5 =2x4 =3x5 =4x5 =3x5 =4x5 =4x5 =4x8 1 17 13 12 11 1016 15 14 2 3 9 4 8 75 19 20 6 1-2-14 3-0-4 1-9-7 1-9-7 2-5-0 8-1-8 2-8-4 5-8-8 5-10-0 13-11-8 6-9-6 20-8-14 7-2-2 27-11-0 0-1-12 13-11-8 0-10-8 0-10-8 0-10-8 27-11-0 0-8-12 13-9-12 2-3-8 3-2-0 4-11-8 8-1-8 4-11-8 13-1-0 6-3-10 27-0-8 6-9-6 20-8-149-10-30-6-81-0-01-0-01-0-08-10-39-10-3Scale = 1:73.4 Plate Offsets (X, Y):[1:Edge,0-0-6], [1:0-1-5,0-8-9], [10:0-3-8,Edge], [14:0-2-4,0-3-0], [16:0-3-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL)-0.09 11-12 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.66 Vert(CT)-0.21 11-12 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.61 Horz(CT)0.12 10 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 146 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x10 SP 2400F 2.0E SLIDER Right 2x8 SP 2400F 2.0E -- 4-1-15 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=1092/0-3-8, 10=1091/0-3-8 Max Horiz 1=152 (LC 13) Max Grav 1=1113 (LC 2), 10=1112 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1599/0, 2-3=-2616/0, 3-5=-1776/9, 5-6=-1219/75, 6-7=-1217/75, 7-10=-1594/12 BOT CHORD 1-17=0/1162, 16-17=0/996, 3-16=0/532, 15-16=0/2337, 14-15=0/1418, 12-13=0/0, 11-12=0/37, 10-11=0/1234 WEBS 2-17=-1347/0, 2-16=0/2029, 3-15=-945/32, 5-15=0/432, 5-14=-632/51, 12-14=0/146, 6-14=0/876, 7-14=-415/77, 7-11=-11/192, 11-14=0/1214 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-0-4, Interior (1) 3-0-4 to 13-11-8, Exterior(2R) 13-11-8 to 16-11-8, Interior (1) 16-11-8 to 27-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458775F2ARoof Special 4 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:42 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =5x8 =2x4 =4x8 =6x8=4x8 =3x5 =3x5 =6x8 =4x8 =2x4 =2x4 =5x10 =4x5 =3x10 =3x5 =5x8 =3x5 =4x5 =5x8 =3x6 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 19 21 18 13 1227 11 10 9 1 817 22 2316 24 15 142526 2 7 3 64 5 2-1-12 2-1-12 3-1-15 9-0-10 3-8-15 5-10-11 4-0-6 13-1-0 4-3-3 21-7-5 4-3-3 17-4-3 4-6-11 26-2-0 0-5-8 26-2-0 0-1-12 13-1-0 0-8-12 12-11-4 2-3-8 2-3-8 3-1-15 9-0-10 3-1-15 12-2-8 3-7-3 5-10-11 4-1-3 25-8-8 4-3-3 17-4-3 4-3-3 21-7-59-10-31-1-81-0-01-0-01-0-08-10-39-10-3Scale = 1:75.4 Plate Offsets (X, Y):[1:0-2-8,0-2-4], [14:0-3-0,0-3-0], [15:0-3-8,0-4-0], [17:0-2-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL)-0.11 14-15 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.70 Vert(CT)-0.22 14-15 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.72 Horz(CT)0.12 9 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 509 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* 18-2,20-13:2x4 SPF No.2, 17-14:2x6 SP 2400F 2.0E WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 *Except* 9-8:2x6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 18-19. REACTIONS (lb/size)9=3595/0-3-8, 19=6467/0-3-8 Max Horiz 19=157 (LC 9) Max Grav 9=4001 (LC 21), 19=7291 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-13074/0, 2-3=-10973/0, 3-4=-9286/0, 4-5=-6478/0, 5-6=-6359/0, 6-7=-5879/0, 7-8=-5327/0, 1-19=-7034/0, 8-9=-3846/0 BOT CHORD 18-19=-249/56, 17-18=0/366, 2-17=0/1896, 16-17=0/11552, 15-16=0/9204, 14-15=0/7761, 12-13=0/0, 11-12=0/303, 10-11=0/4375, 9-10=0/407 WEBS 2-16=-2457/0, 3-16=0/2374, 3-15=-2204/0, 4-15=0/4843, 4-14=-4181/0, 12-14=0/1614, 5-14=0/6830, 6-14=0/706, 6-11=-991/0, 7-11=0/658, 7-10=-940/0, 8-10=0/4051, 11-14=0/4674, 1-18=0/1771, 1-17=0/9445 NOTES 1)3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-6-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc, 2x4 - 2 rows staggered at 0-6-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)Bearing at joint(s) 19, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-6-4 from the left end to 5-6-4 to connect truss(es) to front face of bottom chord. 11)Use Simpson Strong-Tie HUS26 (14-16d Girder, 4-16d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 7-6-4 from the left end to 9-6-4 to connect truss(es) to front face of bottom chord. 12)Use Simpson Strong-Tie HUS26 (14-16d Girder, 4-16d Truss) or equivalent at 11-9-12 from the left end to connect truss(es) to front face of bottom chord. 13)Use Simpson Strong-Tie HUS26 (14-10d Girder, 6-10d Truss) or equivalent at 13-7-4 from the left end to connect truss(es) to front face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, PlateIncrease=1.15 Uniform Loads (lb/ft) Vert: 1-5=-59, 5-8=-59, 18-19=-20, 14-17=-20,9-13=-20 Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458776F2GROOF SPECIAL GIRDER 1 321060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:43 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Concentrated Loads (lb) Vert: 21=-1001 (F), 22=-1006 (F), 23=-235 (F), 24=-1457 (F), 25=-1457 (F), 26=-1431 (F), 27=-1434 (F) Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458776F2GROOF SPECIAL GIRDER 1 321060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:43 Page: 2 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x5 =2x4 =2x4 =2x4 =2x4 1 6 54 2 7 3 0-3-4 7-6-0 1-0-4 1-0-4 6-2-8 7-2-12 0-1-12 1-0-4 0-3-4 7-6-0 0-10-8 0-10-8 6-2-8 7-2-125-6-80-6-85-6-8Scale = 1:48.4 Plate Offsets (X, Y):[3:0-2-0,0-0-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL)0.07 5-6 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.37 Vert(CT)-0.15 5-6 >483 180 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT)0.08 3 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-P BCDL 10.0 Weight: 25 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)3=168/ Mechanical, 5=81/ Mechanical, 6=336/0-3-8 Max Horiz 6=117 (LC 14) Max Uplift 3=-61 (LC 14) Max Grav 3=173 (LC 2), 5=128 (LC 5), 6=342 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-261/146, 2-3=-118/77 BOT CHORD 1-6=-88/176, 5-6=0/0, 4-5=0/0 WEBS 2-6=-368/241 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 7-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)Refer to girder(s) for truss to truss connections. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 3. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458777J74Jack-Open 6 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:45 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x8 =3x5 =4x5 =2x4 =2x4 =6x10 =3x5 =3x5 =4x5 =3x8 =3x5 =3x5 =5x10 =4x5 =2x4 =3x5 =4x8 =3x5 =2x4 1 20 19 14 13 12 18 23 24 17 1625 26 15 11 102 3 984 5 7 2221 6 2-2-8 7-2-12 2-10-3 24-10-12 3-2-13 32-1-8 3-11-10 11-2-6 3-11-15 28-10-11 5-0-4 5-0-4 5-5-1 22-0-9 5-5-2 16-7-8 0-1-12 5-0-4 2-4-4 7-4-8 2-8-0 19-3-8 3-2-13 32-1-8 4-1-11 28-10-11 4-10-8 4-10-8 5-5-8 24-9-0 9-3-0 16-7-80-6-81-3-81-0-011-7-8Scale = 1:74.9 Plate Offsets (X, Y):[1:0-3-8,Edge], [8:0-2-4,0-2-4], [15:0-4-0,0-2-0], [18:0-4-0,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL)-0.27 17-18 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.68 Vert(CT)-0.44 17-18 >732 180 TCDL 10.0 Rep Stress Incr YES WB 0.70 Horz(CT)0.05 12 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 166 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 18-16:2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-17 REACTIONS (lb/size)12=1021/ Mechanical, 20=1489/0-3-8 Max Horiz 20=196 (LC 13) Max Uplift 20=-58 (LC 14) Max Grav 12=1180 (LC 24), 20=1682 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-136/377, 2-3=-599/0, 3-5=-617/24, 5-6=-1009/75, 6-7=-1018/75, 7-9=-1592/52, 9-10=-1610/7, 10-11=-1313/0, 11-12=-1129/0 BOT CHORD 1-20=-239/134, 19-20=-156/0, 18-19=-20/44, 3-18=-109/32, 17-18=0/854, 15-17=0/1110, 14-15=0/77, 9-15=-162/53, 13-14=-39/15, 12-13=-8/47 WEBS 5-18=-669/93, 18-20=-251/180, 2-18=0/993, 7-15=-6/570, 13-15=0/1100, 10-15=0/297, 11-13=0/1063, 5-17=-73/116, 7-17=-559/92, 10-13=-488/29, 6-17=-10/770, 2-20=-1493/39 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-2-9, Interior (1) 3-2-9 to 16-7-8, Exterior(2R) 16-7-8 to 19-10-1, Interior (1) 19-10-1 to 31-11-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 20. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458778B8Roof Special 1 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:39 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x8 =2x4 =5x6 =3x5 =3x5 =3x6 =3x5 =4x6 =3x8 =5x10 =4x5 =4x8 =2x4 =3x5 =3x5 1 15 14 18 13 12 11 10 19 8 20 9 2 7 63 4 16 17 5 2-6-4 27-1-12 4-11-12 32-1-8 5-7-11 5-7-11 5-5-14 11-1-10 5-5-14 16-7-8 8-0-0 24-7-8 0-1-12 5-0-4 2-8-0 27-3-8 3-9-4 8-9-8 4-10-0 32-1-8 4-10-8 4-10-8 7-10-1 16-7-8 8-0-0 24-7-80-6-80-3-80-5-81-0-011-7-8Scale = 1:74.8 Plate Offsets (X, Y):[1:0-3-8,Edge], [2:0-3-0,0-1-12], [6:0-5-0,0-3-0], [9:0-5-12,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL)-0.14 12-14 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.69 Vert(CT)-0.23 12-14 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.55 Horz(CT)0.04 8 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 154 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-12, 6-12 REACTIONS (lb/size)8=1026/ Mechanical, 15=1491/0-3-8 Max Horiz 15=-176 (LC 12) Max Uplift 15=-58 (LC 14) Max Grav 8=1180 (LC 24), 15=1680 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-141/410, 2-4=-737/39, 4-5=-925/95, 5-7=-1691/84, 7-8=-1841/0 BOT CHORD 1-15=-258/141, 14-15=-169/160, 12-14=0/760, 11-12=0/1142, 10-11=-23/60, 9-10=-29/0, 7-9=-40/23, 8-9=0/1480 WEBS 2-14=0/903, 4-14=-491/72, 9-11=0/1202, 6-9=0/643, 5-12=-8/615, 4-12=-60/122, 6-12=-618/87, 6-11=-267/49, 2-15=-1547/107 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-2-9, Interior (1) 3-2-9 to 16-7-8, Exterior(2R) 16-7-8 to 19-10-1, Interior (1) 19-10-1 to 32-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 15. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458779B7Roof Special 1 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:38 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x5 =5x10 =2x4 =3x5 =3x5 =3x6 =3x5 =4x5 =4x8 =4x8 =4x5 =3x5 =4x8 =2x4 =2x4 =3x5 1 15 18 14 13 19 12 11 9 20 10 2 8 73 4 6 16 17 5 4-8-4 21-3-12 4-11-12 32-1-8 5-7-11 5-7-11 5-5-14 11-1-10 5-5-14 16-7-8 5-10-0 27-1-12 0-10-8 0-10-8 4-8-4 21-3-12 4-10-0 32-1-8 5-11-12 27-3-8 7-10-1 16-7-8 7-11-0 8-9-80-6-80-3-80-5-81-0-011-7-8Scale = 1:74.9 Plate Offsets (X, Y):[1:Edge,0-0-10], [1:0-1-5,0-8-9], [10:0-6-0,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL)-0.15 1-15 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.73 Vert(CT)-0.31 1-15 >821 180 TCDL 10.0 Rep Stress Incr YES WB 0.47 Horz(CT)0.02 9 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 163 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x10 SP 2400F 2.0E BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-13, 4-13, 6-12 REACTIONS (lb/size)1=746/0-3-8, 9=255/ Mechanical, 12=1505/0-3-8 Max Horiz 1=-176 (LC 12) Max Uplift 12=-8 (LC 14) Max Grav 1=859 (LC 23), 9=306 (LC 30), 12=1726 (LC 23) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1104/20, 2-4=-939/49, 4-5=-316/110, 5-6=-303/112, 6-8=-352/95, 8-9=-319/37 BOT CHORD 1-15=0/980, 13-15=0/627, 12-13=-254/95, 11-12=0/34, 10-11=0/106, 8-10=-346/121, 9-10=-2/225 WEBS 2-15=-270/101, 4-15=0/606, 5-13=-54/93, 10-12=-291/86, 6-10=-58/619, 4-13=-668/84, 6-13=0/886, 6-12=-1470/68 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-4-5, Interior (1) 3-4-5 to 16-7-8, Exterior(2R) 16-7-8 to 19-10-1, Interior (1) 19-10-1 to 32-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 12. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458780B6Roof Special 1 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:38 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =4x8 =4x5 =4x5 =2x4 =3x5 =4x6 =2x4 =5x8 =2x4 =5x6 =2x4 =5x6 =2x4 =4x5 =5x8 =3x5 =5x8 =2x4 =2x4 =3x8 1 17 14 13 16 15 1112 2 3 10 4 9 5 19 18 6 8 20 21 7 1-2-0 8-0-0 0-5-7 12-0-3 4-8-4 21-3-12 4-7-5 16-7-8 4-11-12 32-1-8 5-8-3 11-6-12 5-10-9 5-10-9 5-10-0 27-1-12 0-10-8 0-10-8 1-7-4 21-3-12 4-10-0 32-1-8 5-0-1 5-10-9 5-9-15 11-8-8 5-11-12 27-3-8 8-0-0 19-8-80-6-80-3-87-4-127-6-120-5-81-0-011-7-8Scale = 1:81.5 Plate Offsets (X, Y):[1:0-3-8,Edge], [4:0-3-0,Edge], [8:0-2-8,0-1-12], [11:0-2-3,0-2-11], [12:0-6-0,0-2-12], [16:0-2-12,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL)-0.24 15-16 >999 480 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.98 Vert(CT)-0.46 15-16 >547 180 TCDL 10.0 Rep Stress Incr NO WB 0.35 Horz(CT)0.10 11 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S Wind(LL)0.09 16-17 >999 240 BCDL 10.0 Weight: 177 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 *Except* 4-7:2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 16-15:2x6 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x8 SP 2400F 2.0E -- 3-4-6 BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-14 JOINTS 1 Brace at Jt(s): 19 REACTIONS (lb/size)1=1383/0-3-8, 11=1477/ Mechanical, 14=-69/0-3-8 Max Horiz 1=-175 (LC 12) Max Uplift 14=-417 (LC 30) Max Grav 1=1513 (LC 24), 11=1625 (LC 24), 14=330 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-3=-2300/0, 3-5=-1988/0, 5-6=-1532/11, 6-7=-472/16, 7-8=-540/13, 8-10=-2657/0, 10-11=-2699/0 BOT CHORD 1-17=0/1938, 14-17=0/1939, 13-14=0/111, 12-13=0/85, 10-12=-379/86, 11-12=0/2209 WEBS 3-17=0/235, 3-16=-346/59, 5-16=0/554, 15-18=-2/206, 12-14=0/1599, 8-12=-6/862, 6-19=-1266/50, 18-19=-1255/53, 8-18=-1229/63, 7-19=0/261, 8-14=-261/425 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-4-5, Interior (1) 3-4-5 to 16-7-8, Exterior(2R) 16-7-8 to 19-10-1, Interior (1) 19-10-1 to 32-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)Ceiling dead load (5.0 psf) on member(s). 5-6, 8-10, 10-11, 6-19, 18-19, 8-18 7)Bottom chord live load (25.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 417 lb uplift at joint 14. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)Attic room checked for L/360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458781B5ATTIC2121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:37 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =4x8 =4x5 =4x5 =2x4 =3x5 =4x6 =2x4 =5x8 =2x4 =5x6 =2x4 =5x6 =2x4 =3x10 =3x8 =3x5 =5x8 =2x4 =2x4 =3x8 1 17 14 13 221615 11 23 12 2 103 4 9 85 19 18 6 20 21 7 8-0-0 0-5-7 12-0-3 4-7-5 16-7-8 4-11-12 32-1-8 4-10-15 21-6-7 5-3-14 11-6-12 5-7-5 27-1-12 6-2-14 6-2-14 0-6-9 23-9-0 0-10-8 0-10-8 3-5-15 23-2-7 3-6-8 27-3-8 4-10-0 32-1-8 5-4-6 6-2-14 5-5-10 11-8-8 8-0-0 19-8-811-7-80-6-80-3-87-4-121-0-00-2-50-2-511-5-311-7-8Scale = 1:74.9 Plate Offsets (X, Y):[1:0-3-8,Edge], [4:0-3-0,Edge], [11:0-2-3,0-2-11], [12:0-6-0,0-3-0], [16:0-2-12,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL)-0.24 15-16 >999 480 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.86 Vert(CT)-0.44 15-16 >627 180 TCDL 10.0 Rep Stress Incr YES WB 0.52 Horz(CT)0.11 11 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S Wind(LL)0.08 16-17 >999 240 BCDL 10.0 Weight: 175 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 *Except* 4-7:2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 16-15:2x6 SPF No.2 WEBS 2x4 SPF No.2 *Except* 6-8:2x4 SPF 1650F 1.5E SLIDER Left 2x8 SP 2400F 2.0E -- 3-7-3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 18, 19 REACTIONS (lb/size)1=1367/0-3-8, 11=1451/ Mechanical, 14=-28/0-3-8 Max Horiz 1=-175 (LC 12) Max Uplift 14=-420 (LC 30) Max Grav 1=1674 (LC 24), 11=1811 (LC 24), 14=381 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-3=-2496/0, 3-5=-2116/0, 5-6=-1626/0, 6-7=-497/3, 7-8=-553/0, 8-10=-2926/0, 10-11=-2995/0 BOT CHORD 1-17=0/2097, 14-17=0/2097, 13-14=-3/117, 12-13=0/50, 10-12=-343/78, 11-12=0/2454 WEBS 3-17=0/236, 3-16=-395/64, 5-16=0/635, 15-18=0/398, 8-14=-462/180, 12-14=0/1733, 8-12=0/1005, 6-19=-1374/43, 18-19=-1362/46, 8-18=-1363/46, 7-19=0/279 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-4-5, Interior (1) 3-4-5 to 16-7-8, Exterior(2R) 16-7-8 to 19-10-1, Interior (1) 19-10-1 to 32-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6)Ceiling dead load (5.0 psf) on member(s). 5-6, 8-10, 10-11, 6-19, 18-19, 8-18 7)Bottom chord live load (25.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 420 lb uplift at joint 14. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)Attic room checked for L/360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458782B4ATTIC1121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:37 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =4x8 =4x5 =4x5 =2x4 =3x5 =4x6 =2x4 =5x8 =2x4 =5x6 =2x4 =5x6 =2x4 =3x8 =3x5 =3x5 =4x8 =MT18HS 3x10=3x5 1 16 13 12 211514 11 2 3 1049 5 18 17 86 19 20 7 8-0-0 0-5-7 12-0-3 4-0-11 25-7-2 4-7-5 16-7-8 4-10-15 21-6-7 5-3-14 11-6-12 6-2-14 6-2-14 6-6-6 32-1-8 0-4-12 23-9-0 0-10-8 0-10-8 3-7-12 23-4-4 5-4-6 6-2-14 5-5-10 11-8-8 8-0-0 19-8-8 8-4-8 32-1-80-6-81-3-87-4-1211-7-8Scale = 1:74.9 Plate Offsets (X, Y):[1:0-3-8,Edge], [4:0-3-0,Edge], [15:0-2-12,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL)-0.22 14-15 >999 480 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.95 Vert(CT)-0.41 14-15 >682 180 MT18HS 197/144 TCDL 10.0 Rep Stress Incr NO WB 0.67 Horz(CT)0.08 12 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S Wind(LL)0.06 15-16 >999 240 BCDL 10.0 Weight: 173 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 *Except* 4-7:2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 15-14:2x6 SPF No.2, 14-12:2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 *Except* 6-8:2x4 SPF 1650F 1.5E SLIDER Left 2x8 SP 2400F 2.0E -- 3-7-3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 10-12 JOINTS 1 Brace at Jt(s): 18 REACTIONS (lb/size)1=1381/0-3-8, 12=1454/ Mechanical, 13=-154/0-3-8 Max Horiz 1=195 (LC 13) Max Uplift 13=-538 (LC 30) Max Grav 1=1687 (LC 24), 12=1826 (LC 24), 13=284 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-3=-2517/0, 3-5=-2141/0, 5-6=-1651/0, 6-7=-513/11, 7-8=-560/4, 8-10=-2331/0, 10-11=-406/83, 11-12=-355/64 BOT CHORD 1-16=0/2117, 13-16=0/2118, 12-13=0/1907 WEBS 3-16=0/234, 3-15=-385/63, 5-15=0/636, 14-17=0/371, 10-13=-165/148, 6-18=-1385/41, 17-18=-1373/44, 8-17=-1367/45, 7-18=0/277, 10-12=-2183/0, 8-13=-1/629 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-4-5, Interior (1) 3-4-5 to 16-7-8, Exterior(2R) 16-7-8 to 19-10-1, Interior (1) 19-10-1 to 31-11-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7)Ceiling dead load (5.0 psf) on member(s). 5-6, 6-18, 17-18, 8-17 8)Bottom chord live load (25.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-15 9)Refer to girder(s) for truss to truss connections. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 538 lb uplift at joint 13. 11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)Attic room checked for L/360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458783B3ATTIC4121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:36 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =5x8 =4x5 =4x5 =2x4 =3x5 =3x5 =4x6 =3x5 =MT18HS 10x12 =3x5 =MT18HS 10x12 =4x8 =3x5 =3x5 =2x4 =4x5 =4x5 =5x8 1 16 15 14 13 12 11 10 92 83 221747 2118 2019 65 1-5-3 25-10-2 3-11-0 18-7-0 5-9-14 24-4-14 7-4-14 7-4-14 7-3-2 14-8-0 7-4-14 33-3-0 0-10-8 33-3-0 0-10-8 0-10-8 4-2-8 18-8-12 6-6-6 32-4-8 6-6-6 7-4-14 7-1-6 14-6-4 7-1-6 25-10-210-3-130-6-80-1-1310-2-010-2-00-1-1310-3-13Scale = 1:72.1 Plate Offsets (X, Y):[1:0-0-15,0-2-4], [5:0-8-12,0-2-0], [6:0-8-12,0-2-0], [10:0-0-15,0-2-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL)-0.14 14-16 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.77 Vert(CT)-0.24 14-16 >999 180 MT18HS 197/144 TCDL 10.0 Rep Stress Incr YES WB 0.28 Horz(CT)0.11 10 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 175 lb FT = 20% LUMBER TOP CHORD 2x4 SPF 1650F 1.5E *Except* 5-6:2x4 SP2400F 2.0E, 1-4,7-10:2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-16,8-11:2x4 SPF Stud SLIDER Left 2x8 SP 2400F 2.0E -- 4-3-5, Right 2x8 SP 2400F 2.0E -- 4-3-5 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-14, 5-12, 8-12 REACTIONS (lb/size)1=1294/0-3-8, 10=1294/0-3-8 Max Horiz 1=-162 (LC 14) Max Grav 1=1791 (LC 46), 10=1789 (LC 48) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-3=-2676/2, 3-5=-2003/77, 5-6=-1500/93, 6-8=-2004/77, 8-10=-2675/2 BOT CHORD 1-16=0/2218, 14-16=0/2218, 12-14=0/1557, 11-12=0/2107, 10-11=0/2107 WEBS 3-16=0/315, 3-14=-804/71, 5-14=0/687, 5-12=-183/187, 6-12=0/668, 8-12=-803/71, 8-11=0/314 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-5-10, Interior (1) 3-5-10 to 14-8-0, Exterior(2E) 14-8-0 to 18-7-0, Exterior(2R) 18-7-0 to 23-3-7, Interior (1) 23-3-7 to 33-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458784A5Hip1121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:30 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x5 =3x8 =2x4 =2x4 =5x6 =3x5 =3x8 =4x8 =3x8 =3x8 =3x5 =5x6 =2x4 =2x4 =3x8 =3x5 1213 11 1 14 10 9 82 73 64 1615 5 7-6-137-6-13 1-0-4 1-0-4 1-0-4 33-3-0 7-10-5 32-2-12 7-10-5 8-10-9 7-8-15 24-4-7 7-8-15 16-7-8 0-1-12 32-4-8 0-1-12 1-0-4 0-10-8 33-3-0 0-10-8 0-10-8 7-8-15 24-4-7 7-8-15 16-7-8 7-10-5 32-2-12 7-10-5 8-10-90-6-80-6-20-6-211-7-8Scale = 1:78.2 Plate Offsets (X, Y):[1:0-5-0,0-0-2], [1:0-0-5,0-6-13], [6:0-0-0,0-0-0], [9:0-5-0,0-0-2], [9:0-0-5,0-6-13] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL)-0.13 12-13 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.91 Vert(CT)-0.31 12-13 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.22 Horz(CT)0.05 10 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 145 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* 13-11:2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 Right: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-12, 3-12 REACTIONS (lb/size)10=1305/0-3-8, 14=1305/0-3-8 Max Horiz 14=183 (LC 13) Max Grav 10=1330 (LC 2), 14=1330 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1335/0, 2-3=-1633/32, 3-5=-1204/108, 5-7=-1204/108, 7-8=-1633/32, 8-9=-1335/0 BOT CHORD 1-14=0/1244, 12-14=0/1245, 10-12=0/1245, 9-10=0/1244 WEBS 7-12=-490/86, 7-11=0/234, 5-12=-7/750, 8-10=-556/188, 3-12=-490/86, 2-14=-556/188, 3-13=0/234 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-3-14, Interior (1) 3-3-14 to 16-7-8, Exterior(2R) 16-7-8 to 19-11-6, Interior (1) 19-11-6 to 33-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458785A1COMMON4121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:26 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x5 =3x10 =2x4 =2x4 =5x6 =3x5 =3x8 =4x6 =3x8 =3x5 =5x10 =5x8 =3x5 =5x617161110 8 912 1 13 2 73 64 1514 5 7-6-13 1-0-4 1-0-4 7-10-5 8-10-9 7-8-15 24-4-7 7-8-15 16-7-8 8-10-9 33-3-0 0-1-12 1-0-4 0-4-15 31-0-13 0-10-8 0-10-8 2-2-3 33-3-0 6-3-8 30-7-14 7-8-15 24-4-7 7-8-15 16-7-8 7-10-5 8-10-90-6-80-6-211-7-8Scale = 1:78.2 Plate Offsets (X, Y):[1:0-5-0,0-0-2], [1:0-2-5,Edge], [7:0-4-14,0-2-8], [10:0-4-0,0-3-0], [12:0-2-12,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL)-0.15 11-12 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.84 Vert(CT)-0.30 11-12 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.64 Horz(CT)0.05 9 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 149 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 12-1:2x6 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 Right: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 8-9. WEBS 1 Row at midpt 7-11, 3-11, 7-9 REACTIONS (lb/size)9=1367/0-4-15, 13=1243/0-3-8 Max Horiz 13=184 (LC 13) Max Grav 9=1548 (LC 24), 13=1390 (LC 23) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1425/0, 2-3=-1654/29, 3-5=-1190/105, 5-7=-1199/107, 7-8=-113/413 BOT CHORD 1-13=0/1277, 11-13=0/1398, 9-11=0/1172, 8-9=-201/132 WEBS 7-11=-424/95, 7-10=0/374, 3-11=-567/87, 5-11=-14/832, 2-13=-549/187, 3-12=0/243, 7-9=-1837/77 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-3-14, Interior (1) 3-3-14 to 16-7-8, Exterior(2R) 16-7-8 to 19-11-6, Interior (1) 19-11-6 to 33-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458786A2Common1121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:28 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x8 =2x4 =2x4 =2x4 =2x4 =3x10 =3x5 =3x5 =4x5 =3x8 =3x5 =3x5 =2x4 =3x10 =2x4 =2x4 =2x4 =3x8 17 21 1 18 16 15 14 13 22 12 11 10 9 82 73 64 2019 5 30-11-0 1-0-4 1-0-4 1-0-4 33-3-0 7-10-5 32-2-12 7-10-5 8-10-9 7-8-15 16-7-8 7-8-15 24-4-7 0-1-14 27-0-8 0-2-1 5-0-9 1-0-4 33-3-0 1-0-4 1-0-4 2-6-3 26-10-10 3-10-0 8-10-9 3-10-4 4-10-8 5-2-4 32-2-12 7-8-15 16-7-8 7-8-15 24-4-70-6-811-7-8Scale = 1:75.3 Plate Offsets (X, Y):[1:0-3-8,Edge], [9:0-3-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL)-0.09 14-16 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.76 Vert(CT)-0.17 14-16 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.33 Horz(CT)0.01 11 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 149 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 Right: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-14, 3-17, 7-11 REACTIONS (lb/size)11=1385/0-3-8, 17=1225/0-3-8 Max Horiz 17=-185 (LC 12) Max Uplift 17=-64 (LC 14) Max Grav 11=1562 (LC 25), 17=1386 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-229/517, 2-3=-126/494, 3-5=-608/97, 5-7=-610/97, 7-8=-161/555, 8-9=-242/542 BOT CHORD 1-18=-296/159, 17-18=-296/159, 16-17=0/538, 14-16=0/538, 12-14=0/212, 11-12=0/212, 10-11=-351/186, 9-10=-351/186 WEBS 5-14=-13/253, 7-14=0/312, 7-12=0/228, 8-10=-409/164, 3-14=-105/91, 3-16=0/273, 2-18=-467/159, 3-17=-1310/44, 7-11=-1376/56 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-3-14, Interior (1) 3-3-14 to 16-7-8, Exterior(2R) 16-7-8 to 19-11-6, Interior (1) 19-11-6 to 33-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 17. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458787A3ACOMMON1121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:29 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x8 =2x4 =5x8 =3x5 =4x5 =2x4 =3x5 =3x5 =4x6 =4x5 =3x8 =3x5 =3x5 =2x4 =4x5 =5x8 =3x5 =2x4 =3x8 1 19 18 11 10 92425 17 16 22 23 15 14 13 12 2 8 3 764 2120 5 0-10-1 22-8-1 0-10-2 11-5-0 4-7-4 27-3-4 5-0-4 5-0-4 5-2-8 21-10-0 5-2-8 16-7-8 5-6-10 10-6-14 5-11-12 33-3-0 0-1-12 5-2-0 0-1-12 27-3-4 0-1-0 27-1-8 1-5-12 16-7-8 2-3-8 27-0-8 2-2-8 7-4-8 5-0-4 5-0-4 5-11-12 33-3-0 7-9-4 15-1-12 8-1-8 24-9-011-7-80-6-81-0-01-0-01-0-010-7-811-7-8Scale = 1:81.5 Plate Offsets (X, Y):[1:0-3-8,Edge], [9:0-3-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL)-0.15 14-16 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.48 Vert(CT)-0.22 14-16 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.38 Horz(CT)0.09 10 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 167 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 17-15,15-12:2x6 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2Right: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 14-16,13-14. WEBS 1 Row at midpt 3-17, 3-14, 7-12 REACTIONS (lb/size)10=1361/0-3-8, 19=1249/0-3-8 Max Horiz 19=185 (LC 13) Max Uplift 19=-65 (LC 14) Max Grav 10=1583 (LC 25), 19=1460 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-145/367, 2-3=-87/340, 3-5=-672/70, 5-7=-691/69, 7-8=-90/409, 8-9=-171/453 BOT CHORD 1-19=-224/140, 18-19=-53/41, 16-18=-46/27, 16-17=0/859, 14-16=0/613, 13-14=0/421, 12-13=0/729, 11-13=-38/43, 10-11=-48/60, 9-10=-288/167 WEBS 17-19=-1103/90, 2-17=-388/105, 16-19=-427/20, 3-17=-996/47, 3-14=-97/101, 5-14=0/384, 7-14=-22/196, 7-12=-1103/53, 10-13=-340/38, 10-12=-1192/103, 8-12=-366/117 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-3-14, Interior (1) 3-3-14 to 16-7-8, Exterior(2R) 16-7-8 to 19-11-6, Interior (1) 19-11-6 to 33-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 19. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458788A3TRoof Special 5 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:29 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x8 =3x5 =3x5 =2x4 =2x4 =6x10 =3x5 =3x5 =4x5 =3x8 =3x6 =3x5 =6x10 =4x5 =2x4 =3x5 =3x5 =3x8 1 19 18 13 12 1117 16 24 15 25 14 22 23 102 3 948 5 7 2120 6 2-2-8 7-2-12 2-10-3 24-10-12 3-11-10 11-2-6 4-2-2 29-0-14 4-2-2 33-3-0 5-0-4 5-0-4 5-5-1 22-0-9 5-5-2 16-7-8 0-1-12 5-0-4 0-2-8 29-3-5 2-4-4 7-4-8 3-5-8 24-9-0 3-11-11 33-3-0 4-3-14 29-0-14 4-8-0 21-3-8 4-10-8 4-10-8 9-3-0 16-7-80-6-81-0-011-7-8Scale = 1:74.9 Plate Offsets (X, Y):[1:0-3-8,Edge], [8:0-2-4,0-2-4], [11:0-3-8,Edge], [14:0-3-12,0-3-0], [17:0-4-8,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL)-0.28 16-17 >999 240 MT20 197/144 Snow (Pf/Pg)19.3/25.0 Lumber DOL 1.15 BC 0.84 Vert(CT)-0.46 16-17 >628 180 TCDL 10.0 Rep Stress Incr YES WB 0.58 Horz(CT)0.03 12 n/a n/a BCLL 0.0*Code IRC2018/TPI2014 Matrix-S BCDL 10.0 Weight: 166 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 Right: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 7-16 REACTIONS (lb/size)12=1259/0-4-15, 19=1351/0-3-8 Max Horiz 19=-185 (LC 12) Max Uplift 19=-62 (LC 14) Max Grav 12=1426 (LC 25), 19=1531 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-136/377, 2-3=-501/0, 3-5=-518/25, 5-6=-797/79, 6-7=-812/79, 7-9=-823/65, 9-10=-855/21, 10-11=-119/302 BOT CHORD 1-19=-240/135, 18-19=-160/0, 17-18=-20/44, 3-17=-108/32, 16-17=0/716, 14-16=0/726, 13-14=0/66, 9-14=-157/52, 12-13=-75/1, 11-12=-186/115 WEBS 17-19=-238/180, 2-17=0/868, 5-17=-552/87, 7-14=-140/39, 12-14=-148/118, 10-14=0/928, 5-16=-95/96, 6-16=-15/541, 7-16=-211/94, 2-19=-1345/14, 10-12=-1217/68 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-3-14, Interior (1) 3-3-14 to 16-7-8, Exterior(2R) 16-7-8 to 19-11-6, Interior (1) 19-11-6 to 33-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=25.0 psf; Pf=19.2 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 19. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT OPTIONS-D1 Palazzo SR,CP,SP I50458789A4ARoof Special 1 121060018-F Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 13:17:30 Page: 1 ID:nK_ST0W86fmAsjq0wPijzEyKaxk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f February 25,2022 PRODUCT CODE APPROVALSLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.21.The design does not take into account any dynamic or other loads other than those expressly stated.Failure to Follow Could Cause PropertyDamage or Personal Injury (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020edge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARING4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8WEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.dimensions shown in ft-in-sixteenths